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HomeMy WebLinkAboutTrussrFDB258 Southhall Lane, Suite 200 Maitland, Florida 32751 P: (321) 972-0491 1 F: (407) 880-2304 1 E: info@fdseng.com Website: www.fdseng.com EN©INEERINO ASSOCIATES March 23, 2021 Building Department Ref: Lot: Subdivision: Address: Model: KA# Truss Company: Date of drawings: Job No.: Wind Speed: Exposure: Truss Engineer: Adams Homes Lot 122 Blk. 5 Fort Pierce - Waterstone 5350 San Benedetto Pl. 1820 D RHG 21-3106 Builders First Source 3/12/21 2699529 160 C Walter P. Finn To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also. responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, 3/23/2021 Carl A. Brown, P.E. FL. # 56126 3/23/2021 Scott Lewkowski, P.E. FL. #78750 ``�ad$aaa: a i.�a�aaaA .;��`5 .•�G E 1V S�.'� SA'o No 8786 ', �- ' T -rf- of :0w N A\-� aa� Luis Pablo Torre ,�P� era ja IAea�a FL. # 87864 FDS Engineering Associates, A TSG Company "Your Building Code Experts" IL I II II rr r rr HIM ■1 rr ,�, 1■ FA t. to •aa s II 1 1 1 • 1: 1 1 .� F r '. _ rr r Ir rt • t� rs l7 Reviewed and Approved ❑ Revise and Resubmit ❑ Revieusd w)thNotations ❑ Not Reviewed (ace eXplanation) . Corrections or comments made an equipment submittals or shop drawings during this review do not relieve con actor from compliance with regairemenrs of the drawings and specifications. This check is only for review of gcncW confromance with the concept of the pmjea and general compliance with the information given in the connect dormer. The contractor is responsible for confirming and conelatmg all quantities and dimensions, selecting fabrication processes and techniques ofconswctiam coordmadrag his wrak with that of all other trades and performing his wok in a safe and Satisfactory manna FDS ENGINEERING ASSOCIATES Date: 03/23/20-11 By: BH Submittal No.: ProjectNo.: 21-3106 Project EDg.: Luis Project Name: Adams Homes -FL Pierce- Waterstmel.ot 122 BIL5 VERIFY ALL DIMENSIONS AND CUUNG CONDITIONS PRIOR TO APPROVAL SOME CEILING FRANING FEOUIRED IN REM BY BUILDER MAIN NAND FORCE RESISTING SYSTEMIC-C HYBRID WIND ASCE746 IMPO ANT ENCLOSED EXPOSURE CATEGORYC "FANCY CATEGORY 0 This Drawing M Be Approved And WIND LOAD 160 Returned Bef to Fabrication Will WIND IMPORTANCECE FACTOR N.00 TRUSSES NAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LIVE LOAD Begin. For Yo Protection Check All NONCONCURRENT WITH ANY OTHER LIVE LOADS Dimensions dCond-Rion Prior To ROOF LOADING FLOOR LOADING AP royal Plan. SIGNATURE ELOW INDICATES ALL TCLL 20 PSF TCLL: 40 PSF NOTES A D DIMENSIONS HAVE B EN ACCEPTED. TCDL: 07 PSF TCDL 10 PSF BCDL: 10 PSF BCDL 6 PSF By Date TOTAL: 37 PSF TOTAL 65 PSF DURATION: 1.26 DURATION: 1.00 CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (ie. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO IMPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 3112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: IV' END CUT: Plumb CANTILEVER: — TRUSS SPACING: 2W BUILDING CODE: FBC2020 BEARING HEIGHT SCHEDULE BUILDER: Adams Homes PROJECT: Single Family 1820 D S: 6360 SAN 13ENEDETTO PL OCK: L 12216 SION: WATERSTONE FT PIERCE DRA Y: K SANCHEZ J 2699529 ATE: 03/11/2021 SCALE NTS PLAN DATE: 2021 REVISIONS: 1. 2. 3. 4. ilders comblir,og to serve you halter 4408 Airport Road Plant City, FL 33563 Ph.(813) 305-1300 Fax (813)305.1301 T.- Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values, established'by others. IVY iTek® RE: 2699529 _ LOT 122/5 WATERSTON M'T ek USA, Inc. Site Information: 6904 Parke East Blvd. arnpa; FL 33610-4115 I Customer Info: Adams Homes Port St Lucie Project Name: 2699529 Model: 1820 D Lot/Block: 122-5 Subdivision: WATERSTONE Address: 5350 SAN BENEDETTO PL, . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General !Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TPI2014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind -Speed: 160 mph - Roof Load: 37.0 psf Floor Load: N/A psf This package includes•25 Lindividual, Truss Design Drawings and. 0 Add itional'Drawings, With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of'Professional Engineers Rules. No. Seal# Truss Name Date 1 T23174789 A01 3112/21 2 T23174790 A02 3/12/21 3 T23174791 A03 3/12/21 4 T23174792 A04 3/12/21 5 T23174793 A05 3/12/21 6 T23174794 A06 3/12/21 7 T23174795 A07 3/12/21 8 T23174796 A08 3/12/21 9 T23174797 A09 3/12/21 10 T23174798 A10 3/12/21 11 T23174799 A11 3/12/21 12 T23174800 A24 3/12/21 13 T23174801 B01; 3/12/21 14 _ T23174802 B01A . 3/12/21 15 T23174803 B01 B 3/12/21 16 T23174804 B11 3/12/21 17 T23174805 C1V 3/12/21 18 T23174806 C3V 3/12/21 19 T23174807 C5V 3/12/21 20 T23174808 D01 3/12/21 21 T23174809 D03 3/12/21 22 T23174810 El 3/12/21 No. Seal# Truss Name Date 23 T23174811 E7V 3/12/21 24 T23174812 H 1 3/12/21 25 T23174813 H7V 3/12/2.1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2023. [IVIPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is .licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were .given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,'Chapter 2. will 39 STATE 'OF March 12,2021 Finn, Walter 1 of 1 . �JOD ` I Fuss I cuss I ype Uty Fly LU 1122/b:VVHI tK.7S I UN T23174789 2699529 � a � A01 SPECIAL 8 1 7 . Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:15 2021 Page 1 I D:193QG WB BpX3jR187ze0m7kz5?ad-rHBpZRmncgSViNTg8AoiKdlVfvbGMg5np?F?ITzc?C6 r1-4 0 6 3-0 11-11-12 19-10-0 27-8-4 335-0 39-8-0 p1-0 q 1 4-0 6 3-0 5-8-12 7-10-4 7-10-4 5 8-12 6-3-0 it.4-0 Scale = 1:73.6 5x6 = ~ 6.00 FIT 5 4x10 MT20HS 3.00 12 -6-8 4x6 = 39-8-0 4x10 MT20HS Ic? N O LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.91 BC 0.90 WB 0.71 Matrix-MSH DEFL., in (loc) I/deft Ud Vert(LL) -0.63 10-11 >759 240 Vert(CT) -1.15 10-11 >413 180 Horz(CT) 0.59 8 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 197lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,6-9: 2x4 SP No.1 BOTCH ' ORD Rigid ceiling directly applied or 5-0-10 oc bracing. BOT CHORD 2x4 SP M 31 *Except* WEBS1 Row at midpt 6-11. 4-12 13-14,10-13: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Grav 2=1793(LC 15), 8=1793(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5905/2705, 3=4=-5621/2545, 4-5=-2780/1527, 5-6=2739/1527, 6-7=-5299/2545, 7-8=-5593/2705 BOT CHORD 2-14=-2278/5679, 12-14=-1502/3876, 11-12=-680/2253, 10-11=-1502/3376, 8-10=-2278/5061 WEBS 5-11=-449/1175, 6-11=1486/856, 6-10=-708/2011, 7-10=-260/287, 5-12=-449/1229, 4-12=-1574/856, 4-14=-708/2191, 3-14=-246/287 NOTES- 1) Unbalanced roof live loads have been considered for this design. R P 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS C-C Exterior(2E) ice,, P��,1�.+. .•F//�A��_ j'; E (directional) and -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) 15-10-6 to 23-9-10, Interior(1) . lJ N {/" ✓ • V. SF 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFR$ for �� . •. ��. reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 •;. iv O 228.39 3 BuildingDesigner / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific 9 1 9 P fY 9 PP 9 q., to the use of this truss component. *,:• 7k 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.'0, 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide. will fit between the bottom other S i(/•` chord and any members; with BCDL= 10.Opsf. �i • 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Q' �'�� • �Q,. �s capacity of bearing surface'. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100-lb. upli t atjoint(s) except (jt=lb) ♦ .� • ;,•. R , `G. `� ��I�- ts� ; . • • '�` : ,�� 2=757, 8=797. WalterP.• Finn FE No:22839. MiTek US4, Inc. FL.Cet 6634 . . • 6904 Parke East B(.. arnpa FL 33610 Date: March 12,20: ® WARNING -Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown; and is for an individual building component; not W a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlfpll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 I uss Iruss type A02 (SPECIAL uty I wry I LU 11ZZ/b VVAI tKJ I UN 2 11 T23174790 JOD i 2699529 ' T Builders R L -IJob Reference (optional) Source (Plant Cdy, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:16 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-JTIBmnnPN8aMJXlshtKxtrHhglyj57cw1f Zgwzc?C5 r1 4-0 63-0 11-11-12 19-0-0 20-8-0 27-8-4 33-5-0 39 8 0 41-0 q 1 4-0' 6-3-0 5 8-12 7-0-4 1 8-0 7-0 4 5 8- 2 6-3-0 5x8 :::� 3.00 12 5x6 = 6.00 12 5x6 = 5 6 3x4 = 5x8 Scale=1:73.7 o e ui 1b-t-/ 19-10-0 24-0-9 31-0-0 39-8-0 8-8-0 6-11-7 4-2-9 4 6-11-7 8 8 0 Plate Offsets (X Y)— [2:0-2-7 Edge] [4:0-4-0 0-3-0] [5.0-4-0 0-2-8] r6.0-4-0 0-2-8] [7:0-4=0 0-3-0] [9.0-2-7 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud " PLA+E$ GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.61 11-12 >787 240 _ MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.91 11-12 >522 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.76 Horz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2020/TP.12014 Matrix-MSH Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 :BOT CHORD Rigid ceiling directly applied or 4-8-1 cc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-16,9-11: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9=797(LC 10) Max Grav 2=1"540(LC 1), 9=1540(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. - AII'forces 250 (lb) or less except when shown. TOP CHORD 2-3=4905/2784, 3-4=-4621/2623, 4-5=-2726/1752, 5-6=-1932/1439, 6-7=-2726/1752, 7-8=-4621/2623, 8-9=-4905/2784 BOT CHORD 2-16=-2350/4717, 15-16=-1549/3216, 13-15=-776/1929, 12-13=-776/1929, 11-12=-1549/3091,9-11=-2351/4431 WEBS 3-16=-282/293, 4-16=-742/1736, 4-15=-1216/792, 5-15=-573/1132, 5-13=-267/321, 6-13=-267/320,6-12=-573/1068,7-12=-11371792,7-11=-743/1605,8-11=-296/294 NOTES- ��,;w P�-�ER P. �•�� I-j' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph .• .E N •• "Y' �j ' SF (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. �.� • � 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-0-6, Exterior(2R) ��� .'� 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for + NO 22$39 reactions shown; Lumber DOL=1.60 plate grip. DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 unless otherwise indicated. 1 A'. plates 6) This % truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .00 .• Q' • � �' 7) * This truss has been designed for a live load of 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom ��` ••. R , �' �� ��� "�, chord and any other members. 8) Bearing 2, 9 SRO. atjoint(s) considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �j��ON capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upl'Iftatjoint(s) except (jt=lb) Walter"khn kllio.22839. 2=797, s=7s7. MiTek USA, Ik h., ert ill 4l 6904 Parke East B(vd:,Tampa F'4 33.610 ()ate: March 12,20; ® WARNING - Verify deslgn parameters and READ. NOTES.M THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE -USE. Design valid for use -only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. i♦/1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M'T1Te l.' Il fabrication, storage, delivery, erection and bracing of trusses,and truss systems, see ANS11TP11 Quality Criteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 JOD � � I NSS I N99 type yP ury Fly LLU 11'L2/5 VVH I tKb' I UN2699529 + ' A03 SPECIAL T23174791 2 Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb'12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:18 2021 Page 1 I D:193QG WBBpX3jR187zeOm7kz5?ad-FstxB Sofvlg4ZgBFp IMPyGNOx6eZZOn DVzTfvozc?C3 1 4-0 6-3-0 111 11-12 17-0-0 22-8-0 27-8-5 3%5-0 39-8-0 1-0- 1-4-0 6-3-0 5-8-12 5-0-5 5-8-0 5-0-4 5 8-12 6=3-0 1-4-0 Scale=1:75.2 6.00 FIT 5x6 = Sx8 = 5 6 _.. 23 24 5x6 4 7 2x4 2x4 0 u5 3 g = 1.5x8 STP22 1.5x8 STP = 166 25 2 1 15 14 t3 2812 11 910 0 N Bx14 MT20HS = 3x8 = 4x6 — 3x6 = 8x14 MT20HS 10 4x10 MT20HS 3.00 12 4x10 MT20HS ZZ _ 8-8-0 17-0-0 22-8-0 31-0-0 39-8-0 -8-0 B-4-0 5-8-0 8-4-0 8-8-0 ' Plate Offsets (X,Y)— [2:0-1-2,0-0-8] [4:0-3-0 0,3-0] [5:0-3-0 0-2-0] [6:0-6-0 0-2-8] [7:0-3-0 0-3-0] [9'0-1-2 0-0-8] [11.0-7-0 0-3-8] [15.0-7-0 0-3-81. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. - in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.62 11-12 >769 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC - 0.86 Vert(CT) -1.12 11-12 >423 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.71 Harz(CT) 0.60 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH I Weight: 202lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-4,7-10: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP M 31 -Except' WEBS 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=376(LC 9) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1799(LC 15), 9=1801(LC 16) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except;when shown. TOP CHORD' 2-3=5904/2977, 3-4=-5589/2795, 4-5=-2863/1738, 5-6=-2546/1644, 6-7=-2773/1738 7-8=-5320/2795,8-9=-5644/2977 BOT CHORD 2-15=-2526/5637, 14-15=-1660/3794, 12-14=1034/2565, 11-12=1660/3367, 9-11=-2526/5110 WEBS 3-15=-294/324, 4-15=-797/2189, 4-14=-1428/799, 5-14=-420/998, 6-14=-251/253, 6-12=-420/1108, 7-12=-1355f799, 7-1 1=-797/2035, 8-1 1=-306/324 Structural wood sheathing directly applied. Rigid ceiling directly applied or 4-8-15 oc bracing: 1 Row at midpt 4-14, 6-14, 7-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust):Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40h; eave=5ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6, Exterior(2R) 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wjth any other live 'loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomchord and any other members, with BCDL = IO.Opsf. 8) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify cap city of bearing surface. 9) Provide,mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 9=797. ER',,P .�4`�,`t'� No 22839 r� R March 12,20, ® WARNING -Verify design parameters and READ, NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5N9/2020 BEFORE USE. Design valid for use ontywith MiTek® connectors. This •design is based only upon parameters shown; and is far an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall {�/� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ,�' IT@k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 I russ I cuss I ype Ury Hly LU 11ZZ/0'11VHI LKS I UN 2699529T231747921c � ' A04 SPECIAL 2 1. . T Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Marl 1 12:14:19 2021 Page 1 ID:193QGWBBpX3jRl87zeOm7kz5?ad-j2QJPopHg3yxA mRNOteVTvDuWzTIWpNkdDDREzc?C2 1-4-0 5 11-1 9-6-9 15-0-0 19-10-0 24-8-0 W-1-7 33-8-15 39-B-0 1-0- 1-4-0 5-11-1 3-7-9 5-5-7 4-10-0 4-10-0 5 5-7 3-7-9 5-11-1 1-4-0 6.00 12 5x6 = 5 3x4 = 5x6 = 25 6 26 7 Scale=1:73.4 28 1.5x8 STP = 10 11 4x12 4x12 20 3.00 12 3x8 MT20HS // 3x8 MT20HS 11 8-8-0 - 15-0-0 24-8-0 31-0-0 39-8-0 .. 6-4-0 9-8-0 - 6.4-0 B-8-0 Plate Offsets (X,Y)— [2:0-1-15,1-2-15], [2:0-2-14,Edge], [4:0-3-0,0-3-0], [5:0-3-0,0-2-0], [7:0-3-0,0-2-0], [8:0-3-0,0-3-0], [10:0-1-15,1-2-15], [10:0-2-14,Edge], [12:0-7-0,0-3-8], 16:0-7-0,0-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.67 13-15 >715 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.16 13-15 >410 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2=0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except:. WEBS 2x4 SP No.3 5-3-0 oc bracing: 13-15. WEDGE WEBS 1 Row at midpt 4-15, 8-13 Left: 2x4 S.P No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-335(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) Max Grav 2=1804(LC 15), 10=1804(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -'All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5834/3030, 3-4=-5622/2947, 4-5=-3283/1933, 5-6=-2934/1832,.6-7=-2836/1832, 7-8=-3175/.1933, 8-9=-5371/2947, 9-10=-5595/3030 BOT CHORD 2-16=-2565/5553, 15-16=-2182/4748, 13-15=-1410/3054, 12-13=-2182/4303, 10-12=-2565/5077 WEBS 4-16=-610/1626, 4-15=-1922/1023, 5-15=-527/1184, 7-13=-527/1190, 8-13=-1814/1023, 8-12=-610/1514, 6-15=-339/205, 6-13=-339/205 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C;'Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-14-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(2R) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to20-8-6, Exterior(2R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Bealring atjoint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 10=797. ER 'P I F/A���,��i� . • • i 'V �•jGE�N •;L No ;228$9 0 . • � �` ,l /6�NA - 33610 March 12,20, ®WARNING - Verify design parameters and READ, NOTES SON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/.19/2020 BEFORE USE. Design valid,for use�only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing .MITek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jon I fuss I Russ I ype Uty Ply LU 11ZZ10'WAI tXb I UN 2699529 f ' A05 SPECIAL 1 T23174793 Y Job Reference (optional). Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:20 2021 Page 1 I D:193QG WBBpX3jR187zeOm7kz5?ad-BE_ic8gwRN4008LewjOtl hSMgwJsl vswyHymzhzc?C1 1-4-0 6 8-0 13 -0-0 19-10-0 26-8-0 33-M 39-8-0 1-0- 1_4 0 6-8-0 6�-0 6-10-0 6-10=0 64-0 6-8-0 1A 5x8 = 6.00 12 3x4 = 5x8 = 4 23 24 5 25 266 5xB ::::; I 3.00 12 LOADING (p4) SPACING- 2=0-0 CS1. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.62 10-11 >762 240 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.96 11-13 >498 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.59 8 . n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP M 31 'Except` 12-14,10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Grav 2=1540(LC 1), 8=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4919/3101, 3-4=-4613/2924, 4-5=-3036/2083, 5-6=-3036/2083, 6-7=-4613/2924, 7-8=-4919/3101 BOT CHORD 2-14=-2640/4556, 13-14=-1511/2821, 11-13=-1772/3223, 10-11=-1511/2821, 8-10=-2640/4445 WEBS 3-14=-371/397, 4-14=-1038/1926, 4-13=-149/535, 5-13=-399/275, 5-11=-399/275, 6-11 =-1 49/535, 6-10=-103811815, 7-10=-378/397 Scale=1:73.4 cn o_ 4 28 1.5x8 STP 8 = 0 5x8 39-8-0 PLATES GRIP MT20 244/190 MT20HS 1.87/143 Weight: 190 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling.directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-8-6, Exterior(2R) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=797, 8=797. No 22$'39 r � March 12,20: ® WARNING - Verify design parameters and READ:NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1612020 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing :MITek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and loos systems, see ANS11TP/1 Quallty Criteria, DSB-89 and BCS/ Building Component t Blvd. e 6904 ParkEas Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, Park. Ea Job i Y muss I cuss type llry I my I LU I l'L2/b.VVA I tKJ I UN 1529 R � ' A06 SPECIAL 1 1 T23174794 Job Reference (optional) Iders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:22 2021 Page 1 I D:193QG WB BpX3jR187zeOm7kz5?ad-8d6S1 grAz_KW2SVO28QL66XhVj2LVtApQb Rt2Zzc?C7 1-4-0 5-11-1 11-0-0 17-0-0 22 8-0 28-8-0 33-8-15 39-8-0 1-0- IT-4 5-11-1 5-0-15 6-0-0 5 8-0 6-0-0 5-0-1b 5-11-1 14-0 5x6 = 2x4 I I 4 24 25 5 6.00 12 Scale=1:72.0 5x6 = 5x6 = 6 26 27 7 29 1.5x8 STP = 5x8 � 3.00 12 5x8 16-10-11 8-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC . - 0.93 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 4-6,6-7: 2x4 SP No.2 'BOT CHORD BOT CHORD 2x4 SP M.31 'Except' 13-15,11-13:,2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1), 9=1540(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4917/3105, 3-4=-4608/2845, 4-5=-4142/2674, 5-6=-4142/2674, 6-7=-4145/2676, 7-8=-4608/2844, 8-9=-4916/3104 BOT CHORD 2-15=-2648/4483, 14-15=-1790/3279, 12-14=2246/4158, 11-12=-1791/3281, 9-11=-2647/4442 WEBS 3-15=-333/385, 4-15=-745/1516, 4-14=-511/1116; 5-14=-321/300, 6-12=-381/301, 7-12=-511/1117, 7-11 =-742/146 1, 8-11=-342/385 in (loc) I/defl Ud, PLATES_ GRIP 0.73 12-14 >656 240 MT20 244/190 -1.03 14-15 >464 180 MT20HS 187/143 0.58 9 n/a n/a Weight: 209 lb FT = 20% Structural wood sheathing directly applied. Rigid ceilingdirectly applied or 4-7-6 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(21R) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on.the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will It between the bottom chord and any other members. 8) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Gt=1b) 2=797,9=797. cn 0 A J9 0 0. No. 221 39 4" ♦' ��01%.• ON 1Wafter . nn FE No.22839. March 12.20, A WARNING -Verify design parameters and READ. NOTES ONTHIS AND.INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51/6/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, 'and is for an individual building component; hot a truss system. Before use, the building designer must vedy the applicability of design parameters and properly incorporate this design into the over ll building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITe ICm is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa,. FL 36610 ion 1 t I russ truss type uty my LU 17'L ' 0 VVA I tK5 I UN 2699529 ' ' A07 SPECIAL 1 ,I T23174795 I I Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:23 2021 Page 1 I D:193QG WBBpX3jR187zeOm7kz5?ad-cpggEAsokIS Nfc4CcryafJ4uc7RQEJkyeFBQaOzc?C_ 1 4-0 4-0-5 9-0-0 15-10 8 23-9-8 30 8-0 35-1-11 39 8-0 1-0- 1�-0 4-0-5 4-5-11 6-10-8 7-10-15 6-10-8 45-11 4-6-5 1.4-0 5x6 = 3x4 = 5xB = 5x6 = 6.00 12 4 27 2829 5 6 3031 32 7 3x4 = 3x6 3.00 F12 ltti 1 -4-8-8-0 12-08 0 12 -14 . 19-10- 4-6-5 1-11 4-0-0 0 -14 7-1-2 2x4 11 3x6 Scale = 1:72.0 LOADING (psf) SPACING- 2-0-0 SCSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 15-16 >942 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 187 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=212(LC 9) Max Uplift All uplift 1 00Ib or less atjoint(s) except 2=-288(LC 10), 9=-302(LC 10), 16=686(LC 10), 13=715(LC 10) Max Grav All reactions 250 lb or less atjoint(s) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (lb) -Max. Comp./Max__Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-947/494, 3-4=-338/135, 4-5=-325/669, 5-6=-58f715, 6-7=-348/707, 7-8=-471/221, 8-9=-1083/570 BOTCHORD 2-1B=-291/979, 17-18=295/986, 16-17=-23/293, 15-16=-328/181, 13-15=-426/296, 12-13=0/332, 11-12=365/945, 9-11=-359/937 WEBS 3-17=599/468, 4-17=-51/419, 4-16=-986/630, 5-16=792/685, 5-15=-520/206, 6-15=489/297, 7-12=-72/391, 8-12=588/458, 6-13=773/671, 7-13=-997/703 NOTES- t%111P1 1 ti fl" 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph ER'. P (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ,1, P�!••....•.. //V I� �i� (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2R) 5-0-6 to 12-11-10, Intedar(1) 12-11-10 to 26-8-6, Exterior(2R) �� .•'� E N s;'� ti • F•�••� 26-8-6 to 34-7-10, Interior(1) 34-7-10 to 37-0-6, Extedor(2E) 37-0-6 to ,�� ; �� 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 No 2a39 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any �. 0 F .0•, other members. •. �� !jO'C% •� 7) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. �•, P. � �j,� •. �' R �:��'G�;�� 8) Provjde mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb upiift at joint 2, 302 Ib uplift at 9, 686 lb �IjSIS� ; �• • • �� ' �� joint uplift atjoint 16 and 7151b uplift atjoint 13. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16. 17, 18 hasthave been modified. Building designer must review loads to verify that ,V�� ,At they are correct for the intended use of this truss. Walter PFlnn PE No.22839. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MiTek USA, Inc: FL:Cert 6639 6904.Paike East Blvd.: Tampa Fla 33610 LOAD CASE(S) Standard Except: Date: Continued on page 2 March 12,20, ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracinglwa is always for p�ITek• required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .p fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 I Russ type SPECIAL ury I Fly I LU I 1L'L/5 VVAI tKJ I UN T23174796 JOO 1 I cuss 2699529 A07 1 Builders FirstSource (Plant City. Fl. FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:24 2021 Page 2 I D:193QG WBBpX3jR187zeOm7kz57ad-40ECS WtQVbbEHIfP9ZTpCXd3MXnfzmB6tvw_5Szc7Bz LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-7=-54, 7-10=-54, 17-19=-20, 12-17=20, 12-22=-20 4) Pead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=105, 2-25=59, 25-26=47, 4-26=70, 4-28=70, 28-31=47, 7-31=70, 7-33=70, 33-34=47, 9-34=59, 9-10=105, 17-19=10, 16-17=-10, 13-16=20(F=30), 12-13=10, 12-22=10 Horz: 1-2=-113, 2-25=-67, 25-26=-56, 4-26=-78, 7-33=78, 33-34=56, 9-34=67, 9-10=113 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4=-41, 4-7=-41, 7-9=41, 9-10=3, 17-19=-20, 16-17=20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-17, 2-4=27, 7-9=-27, 9-10=17 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-4=13, 4-29=45, 29-32=26, 7-32=16, 7-9=31, 9-10=21, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-4=31, 4-27=16, 27-30=26, 7-30=45, 7-9=13, 9-10=42, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-4=-36, 4-7=16, 7-9=5, 9-10=15, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22= 20 Horz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-4=5, 4-7=16, 7-9=-36, 9-10=-26, 17-19=20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-29, 2-4=-19, 7-9=-22, 9-10=-12 10) Dead + 0.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase=1.60, Plate ,Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-4=45, 4-7=45, 779=45, 9L 10=74, 17-19=10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-82, 24=-54, 7-9=54, 9-10=82 11) Dead + 0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-4=16, 4-7=16, 7-9=16, 9-10=45, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-53, 2-4=-25, 7-9=25, 9-10=53 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 24=-16, 4-7=16, 7-9=16, 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-9, 2-4=2, 7-9=2, 9-10=9 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-4=61, 4-7=-45, 7-9= 30, 9-10=22, 17-19=-20, 16-17=-20,.13-16=61(F=81), 12-13=-20, 12-22=-20 Horz*._1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead + 0.75 Roof Live (bal.) + 0.75(6.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-4=30, 4-7=45, 7-9=-61, 9-10=53, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=22, 2-4=-14, 7-9=-17, 9-10=-9 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-7=45, 7-9=-45, 9-10=37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 24=45, 4-7=-45, 7-9=-45, 9-10=37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 ®WARNING -Verify design parameters and RFJID.NOTES.ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6119/2020 BEFORE USE. ��• Design valid for use only with MTek® connectors. This design is based only upon parameters 3howr, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPlf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL_ 36610 Job 1 Iruss Iruss type 2699529 P A08 SPECIAL 1 uty F'Iy LU 11'L%JD WAI t-KJ I UN 1 1 T23174796 ers FirstSource (Plant City, FL), Plant City, FL - 33567. 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:25 2021 Page 1 I D:193QG WBBpX3jR187zeOm7kz5lad-YCobfst2Fvj5vvEbjG_2kk9ENx1 fi8nF6ZgXeuzc7By r1-4-0, 7-0-0 12-3-1 16-0-8 19-10-0 22-5-14 , 26-3-5 32.8-0 39 8-0 Al-0-q 1 -0' 7-0-0 5-3-1 3-9-8 3-9-8 2-7-14 3-9-8 6-4-11 7-0-0 1 �-0 Scale = 1:72.0 5x6 = + 3x8 = — 2x4 II 5x6 = 5x12 = 5x6 — 6.00 FIT 3x4 3 24 25 4 2627 28 5 29 30 6 31 7 32 833 34 35 9 ro 1.5jSTP= N 1.5x8 STP = w 1 2 7 — 36 37 38 39 40 15 14 41 ty 42 43 44 45 46 10 1? 11 Iq l� 5x1212 - Id 6x8 = 3x6 = 6x8 = 3x8 = 3x6 3.00 12 I 3x6 ZZ 7-1-8 12�-1 12 -0 19-10-0 26-2-0 26 -5 326-8 39-8-0 7-1-80- -15 7.4-0 6-0-0 0- -5 6-3-3 7-1-8 Plate Offsets (X,Y)— [2:0-0-10,Edge], [3:0-3-0;0-2-0], [4:0-3-8,0-1-8], [7:0-3-0,0-3-0], [8:0-3-8,0-2-8], [9:0-4-0,0-2-8j, [10:0-0-10,Edge], [12:0-8-0,0-0-8], [13:0-3-8,0-3-0], r16:0-3-8.0-3-01.r17:0-5-4.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud, PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.24 14-16 >696 240 MT20 '244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.27 14-16 >630 180 - BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-MSH Weight: 177 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No:3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-9 cc pudins. BOT CHORD Rigid ceiling directly applied or 5-5-4 cc bracing. WEBS 1 Row at midpt 8-12 REACTIONS. All bearings 0-8-0 except at=length) 16=0-4-0, 13=0-4-0. (lb) - Max Harz 2=-171(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-356(LC 8), 10=-429(LC 8), 16=-1695(LC 8), 13=-1859(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1245/434, 3-4=-1038/444, 4-5=-573/923, 5-6=-856/1302, 6-7=856/1302, 7-B=-866/1022, 8-9=-1360f708, 9-10=1598/729 BOT CHORD 2-17=-263/1089, 16-17=-9231751, 14-16=529/321, 13-14=-435/248, 12-13=1022/891, 10-12=-507/1412 WEBS 3-17=-102/288, 4-16=-1311/939, 5-16=-1398/1438, 5-14=-602/680, 6-14=-421/437, 7-14=-775f753, 7-13=-1427/1490, 8-13=-1441/1137, 9-12=-14/366, 4-17=-1017/2098, 8-12=-1419/2494 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify caPr7city of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 2, 429 lb uplift at joint 10, 1695 lb uplift atjoint 16 and 1859 lb uplift atjoint 13. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. Continued on page 2 ,,� P� �..•.• �A,.I, t No _22639' r .0 A . F �41:' ONA1- ' ��l111111���' WalterP.. Flnn PE'No.22839. MiTek,USA, lnc. FL,Cert6634 6909 Parke East. BNj,TarM—' a FI 33610 Date: March 12,20: ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Milek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1171o/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 JOD 1 l I fuss 1 russ type pity Fly LU 1 1'LL75 WA I tKJ I UN ' 2699529' • �AOB (SPECIAL 1 1 T23174796 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:25 2021 Page NOTES - I D:193QG WB BpX3jR187zeOm7kz5?ad-YCobfst2Fvj5vvEbjG_2kk9ENx1 fi8nF6ZgXeuzc?By 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 Ib down and 159 Ib up at 7-0-0, 111 Ib down and 167 Ib up at 9-0-12, 111 Ib down and 197 Ib up at 11-0-12, 111 Ib down and 197 Ib up at 13-0-12, 111 Ib down and 197 Ib up at 15-0-12, 111 Ib down and 197 Ib up at 17-0-12, 111 Ib down and 197 Ib up at 19-0-12, 111 Ib down and 197 Ib up at 20-7-4, 111 Ib down and 197 Ib up at 22-7-4, 111 Ib down and 197 Ib up at 24-7-4, 111 Ib down and 197 Ib up at 26-7-4, 111 Ib down and 197 Ib up at 28-7-4, and 111 Ib down and 197 Ib up at 3b-7-4, and 176 Ib down and 356 Ib up at 32-8-0 on tap chord, and 353 Ib down and 128 lb up at 7-1-8, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 Ib down at 13-0-12, 92 lb down at 15-0-12, 92 Ib down at .17-0-12, 92 lb down at 19-6-12, 92 Ib down at 20-7-4, 92 Ib down at 22-74, 92 Ib down at 24-74, 92 Ib down at 26-7-4, 92 Ib down at 28-7-4, and 92 Ib down at 30-7-4, and 353 Ib down and 128 Ib up at 32-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LbAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-9=-54, 9-11=-54, 17-18=-20, 12-17=20, 12-21=-20 Concentrated Loads (lb) Vert: 3=175(13) 7=111(B) 9=-175(B) 17=-330(B) 15=-46(B) 12=-330(B) 24=-111(B) 25=-111(B) 26=-111(B) 28=-111(B) 29=111(B) 30=111(13) 31=-111(13) 32=111(B) 33=-111(B) 34=-111(B) 35=-111(B) 36=-46(B) 37=-46(B) 38=-46(B) 39=46(B) 40=-46(B) 41=-46(B) 42=46(13) 43=46(B) 44=46(B) 45=46(B) 46=46(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 172=42, 2-3=13, 3-27=45, 27-34=26, 9-34=16, 9-10=31, 10-11=21, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Harz: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 I Concentrated Loads (Ib) I Vert:3=130(B)7=156(B)9=257(B)17=108(B)15=-23(B)12=108(B) 24=136(B)25=136(B)26=136(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=156(B) 34=156(B) 35=165(B) 36=23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=23(B) 41=23(B) 42=-23(B) 43=-23(B) 44=23(B) 45=-23(B) 46=-23(B) 5) Dead + 0.6 MWFRS Wind, (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-3=31, 3-25=16, 8-25=26, 8-9=45, 9-10=13, 10-11=42, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 Concentrated Loads (lb) Vert: 3=159(B) 7=156(B) 9=246(B) 17=108(B) 15=23(B) 12=108(B) 24=165(B) 25=156(B) 26=156(B) 28=156(B) 29=156(B) 30=156(B) 31=156(B) 32=156(B) 33=136(B) 34=136(B) 35=136(B)36=-23(13)37=-23(B)38=-23(B)39=-23(B)A0=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=23(121)45=-23(B)46=-23(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 17-18=-20, 16-17=20, 13-16=39(F=59), 12-13=20, 12-21=-20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B) 7=1 97(B) 9=315(B) 17=1 28(B) 15=1 3(B) 12=1 28(B) 24=1 97(B) 25=1 97(B) 26=1 97(B) 28=1 97(B) 29=1 97(B) 30=1 97(B) 31 =1 97(B) 32=1 97(B) 33=1 97(B) 34=1 97(B) 35=197(B) 36=13(B)37=-13(B) 38=-13(B)39=-13(B)40=-13(B) 41=-13(8)42=-13(B)43=-13(B) 44=1 3(B) 45=-1 3(B) 46=-1 3(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=20, 12-21=-20 Horz: 1-2=-29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=356(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B)34=197(13) 35=197(B) 36=13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B) 41=-13(B)42=-13(B)43=-13(8)44=18(B)45=-13(B)46=-13(B) 8) Dead +.0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-3=45, 3-9=45, 9-10=45, 10-11=74, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=10 Hors: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Concentrated Loads (lb) Vert: 3=130(B) 7=136(B) 9=214(B) 17=108(B) 15=-23(B)12=108(B) 24=136(B)25=136(B)26=136(B)28=136(B)29=136(B) 30=136(B)31=136(13)32=136(B)33=136(B)34=136(B)35=136(B)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B) 41=23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=23(13) 46=-23(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd: Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=10, 12-21=10 Horz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (Ib) Vert: 3=1 16(B) 7=165(B) 9=271 (B) 17=1 08(B) 15=-23(B) 12=1 08(B) 24=1 65(B) 25=165(B) 26=165(B) 28=165(B) 29=165(B) 30=165(B)31=165(B)32=165(B)33=165(B)34=165(B)35=165(13)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B) 41=23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=23(B) 46=-23(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal), 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 2-3=2, 9-10=2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B) 7=1 97(B) 9=335(B) 17=1 28(B) 1 5=-1 3(B) 1 2=1 28(B) 24=1 97(B) 25=1 97(B) 26=1 97(B) 28= 1 97(B) 29=1 97(B) 30=197(B)31=197(B)32=197(B)33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)38=-13(13)39=-13(B)40=-13(B) 41=13(13) 42=-13(13) 43=-13(B) 44=-13(B) 45=13(B) 46=-13(B) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 2-3=2, 9-10=2, 10-11=9 Continued on page 3 ® WARNING -Verify design parameters and RFJID.NOTES ON THIS AND INCLUDED MITE( REFERENCE PAGE MII-7473 rev. 6119/2020 BEFORE USE. Design valid for use:only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall '}' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 _ Tampa, FL 36610 JOD 1 Inks I--- Iype 2699529 ' ' IA08 ISPECLAL (Plant City, FL), 4ry 1'Iy LU I 1 ZZlb WA I tKJ I UN T23174798 1 1 Job Reference (optional) 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:25 2021 Page 3 I D:193QG WB BpX3jR187zeOm7kz5lad-YCobfst2Fvj5vvEbjG_2kk9ENx1 fi8nF6ZgXeuzc7By LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=1 97(B) 34=1 97(B) 35=197(B) 36=1 3(B) 37=-13(B) 38=-13(B) 39=-1 3(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-1 3(B) 44=1 3(B) 45=-13(B) 46=-1 3(B) 13} Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-3=-61, 3-9=45, 9-10=30, 10-11=-22, 17-18=-20, 16-17=20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=232(B) 17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B) 35=145(B) 36=13(B) 37=-13(B) 38==13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B)43=-13(B) 44=-13(B)45=-13(B)46=-13(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 17-18=-20, 16-17=20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-22, 2-3=-14, 9-10=-17. 10-11=-9 Concentrated Loads (lb) Vert: 3=-1 9(B) 7=145(B) 9=262(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(B) 25=145(B) 26=145(B) 28=145(B) 29=145(B) 30=145(B) 3 1=145(B) 32=145(B) 33=145(B)34=145(B) 35=145(B)36=13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B) 41 =1 3(B) 42=-13(B) 43=-1 3(B) 44=-13(13)45=-13(B)46=-13(B) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 17-18=-20, 16-17=20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=7, 2-3=1, 9-10=1, 10-11=7 1 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B) 9=247(B)17=76(B)15==13(13)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=13(13).37=-13(B) 38=-13(B) 39=-13(8) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=13(B) 45=-13(B) 46=-13(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Incre6se=1.60 Uniform Loads (plo Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 17-18=-20, 16-17=20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=1, 10-11=7 Concentrated Loads (lb) Vert: 3=5(B) 7=1 45 (B) 9=247(B)17=76(13)15=-13(13) 12=76(B) 24=1 45(B) 25= 1 45(B) 26=1 45 (B) 28= 1 45(B) 29 = 1 45(B) 30= 1 45(B) 31 =1 45B) B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=q3(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=13(B) 45=-13(B) 46=-13(B) A WARNING -Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component; not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI TP/1 QuaW Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 JOD 4 I russ buss I ype Uty Fly LU 1 7'LLl5 WA1 tKJ I UN T23174797 2699529 A09 SPECIAL 1 1 j Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:26 2021 Page 1 I D:193QG WB BpX3jR187zeOm7kz5?ad-OOMztBug ODryW3onH_VHHyiN9KMFRdIPLDP4ALzc?Bx 1 4-0 6-8-0 13-0-0 19-10-0 1-D- 23-10-0 26-8-0 33-0-0 39-8-0 1-0- 1-4-0 68-0 6-4-0 610-0 -2- 2-10-0 2-10-0 6-8-0 1-4-0 Scale = 1:75.5 = 6.00 12 5x8 4 5x6 -5�- 24 3 1.5x8 STP = 23 2 16 1 6x12 MT20HS I 5x8 3.00 12 8-8-0 15-7-5 B-8-0 6-11-5 3x6 = 6x12 MT20HS 5x6 7 1-5 5x8 ZZ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L)d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.63 12-13 >757 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.96 13-15 >497 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 199 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-9: 2x4 SP M 31, 1-3,9-11: 2x4 SP No.1 1 Row at midpt 6-8 BOT CHORD 2x4 SP M 31 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-16,12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) Max Grav 2=1540(LC 1), 10=1540(LC 1) -- FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4917/3040, 3-4=-4613/2864, 4-5=-3032/2004, 5-6=-3037/1932, 6-8=-2899/1832, 8-9=-4664/2728,9-10=-4929/2866 BOT CHORD 2-16=-2647/4620, 15-16=-1516/2827, 13-15=-1718/3209, 12-13=1412/2856, 10-12=-2425/4456 WEBS 3-16=-368/396, 4-16=-1041/1945, 4-15=-103/484; 5-15=-339/221, 5-13=-415/327, 8-1 3=-1 86/531, 8-12=-942/1816, 9-12=-298/322 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 21-0-7, Exterior(2R) 21-0-7 to 23-10-0, Exterior(2E) 23-10-0 to 26-4-1, Interior(1) 26-4-1 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 10. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. :' NO 22839 Of March 12,20, ® WARNING -Verify design parameters and RFAD.NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5l1912020 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not W a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing .MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke EasI Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 aon ' Iruss Ross type -Uty f-ly LVI 1LL/b WAI tK6 I VN 269952GF • A10 SPECIAL T23174798 1 1 } Builders FirstSpurce (Plant City, FL), Plant City, FL - 33567, Job Reference o tio nal 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:27 2021 Page 1 I D:193QG WBBpX3jRl B7zeOm7kz5?ad-UavL4XvJn Wzo8DN_rhOWp9FXAkifASMYZt9einzc?Bw 1-4 5-11-1 1-0-0 5-11-1 11-0-0 5-0-15 16-10-1 19-0-0 22-9-15 2 -10 28-8-0 33 8-15 39 8-0 1-0- 5-10-1 2-1-15 3-9-15 -0- 4-10-0 5-0-15 5-11-1 14-0 Scale = 1:75.5 5x6 = 6x12 MT20HS 8 31 • 5x6 2x4 II 5x6 i 6.00 12 4 5 30 7 10 9. 27 28 6 2x4 26 2x4 II 2x4 3 11 0 1.5x8 STP = 1.5x8 STP = 25 101 29 2 9t 1 18 17 16 15 14 I c719 0 8x14 MT20HS = 5x8 = 5x8 12 = 4x6 = 8x14 MT20HS = I� I 5x8 3.00 12 I 5x8 31-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.68 15-17 >704 240 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.95 17 >499 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.55 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD 1-4,10-13: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 'Except' 16-18,14-16: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 JOINTS WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 12=-797(LC 10) - Max Grav 2=1540(LC 1), 12=1540(LC 1) c FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4912/3208, 3-4=-4607/2953, 4-5=-4155/2803, 5-6=-4155/2803, 6-7=-3887/2655, 7-9=3697/2494, 9-10=-3697/2494, 10-11=-4713/2868, 11-12=-4921/3021, 6-8=336/262, 8-10=-359/270 BOT CHORD 2-18=-2784/4606, 17-18=-1907/3299, 15-17=2254/3973, 14-15=1844/3338, 12-14=2569/4446 WEBS 3-18=-326/377, 4-18=-785/1550, 4-17= 577/1023, 5-17=-457/439, 7-17=-172/405, 7-15=-293/294, 10-15=-471/888, 10-14=-703/1474, 11-14=-229/273 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 228 lb FT = 20% Structural wood sheathing directly applied 6r 2-2-0 oc purlins. Except: 1 Row at midpt 6-7, 7-10 Rigid ceiling directly applied or 4-6-1 ocbracing. 1 Brace at Jt(s): 7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=o.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 19-10-6, Extedor(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing atjoint(s) 2, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 12. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown; and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 P. �•� i. No .22839 ..�: O,F l(/:: �p NIA, WalterRAnn PE'No.22639: MiTek USk-Inc. FL Cert663,4 6904 Parke fast @Ivd Tarnpa FL 33ti10 Date: March 12,20: MiTek' 6904 Parke East Blvd. Tampa, FL 36610 uoo I fuss truss type • All (SPECIAL Uty I my I LV 11L2/5 WAI tKJ I UN T23174799 Source (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:28 2021 Page 1 14166--33--00 9-0-0 - - I D:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-ynTjl twxYg5fmNyAOPXIM NniT82svWphoXu B1E-0D- zc7Bv 1-2808-0 31-0-0 39-0 -0 8-0 - 318 7-8-0 B-2-0 1-4-0 5x6 = 14 V 4x6 = 3x6 = 3x6 = 3x6 :r- 3.00 12 6x8 = Scale=1:73.7 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. I TC 0.97 BC 0.86 WB 0.87 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud -0.26 11-13 >887 240 -0.40 11-13 >582 180 -0.02 13 n/a n/a PLATES (GRIP MT20 244/190 Weight: 198lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except' Structural wood sheathing directly applied. BOT CHORD 6-13: 2x4 SP No.3, 9-12: 2x4 SP No.1 Rigid ceiling directly applied or 5-2-0 oc bracing. Except: WEBS 2x4 SP No.3 3-4-0 oc bracing: 13-15 WEBS 1 Row at midpt 7-13 REACTIONS. (size) 2=0-8-0, 13=0-4-0, 9=0-8-0 Max Horz 2=351(LC 9) Max Uplift 2=-495(LC 10), 13=-614(LC 10), 9=-482(LC 10) Max Grav 2=911(LC 15), 13=1807(LC 15), 9=1002(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2386/1504, 3-4=-2061/1313, 4-5=-1309/930, 5-6=-245/302, 6-7=-205/413, 7-8=-1244/782, 8-9=-1366/742 BOT CHORD 2-17=1231/2415, 16-17'-854/1893, 15-16=-473/773, 13-15=-1016/719, 11-13=0/251, 9-11=-454/1151 WEBS 3-17=-327/308, 4-17=-352/913, 4-16=-530/308, 5-16=-141/814, 5-15=-1061/824, 7-13=-688/240, 7-11=-466/1148, 8-11=-537/503 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and'C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 19-10-6, Exterior(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 2, 614 lb uplift at joint 13 and 482 lb uplift at joint 9. ®WARNING' - Verity design parameters and READ NOTES �ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown; and is for an individual building'component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 �•���.'CER'P I .. No ;22839 uafe: lot MiTek'= 6904 Parke East Blvd. Tampa, FL 36610 March 12,20, JOD 2699529' t ' IrusS (cuss Iype • A24 (SPECIAL Ury I Fly I LU 11LL/b WHl tKJ I UN 1 I 1 T23174800 Source (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:30 2021 Page 1 I D:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-v9bUjZxB4RLN7g6ZWpaDRot6cyjwNUu_FrNIJ6zc7Bt r1 4 01 7-0-0 9-2-2 , 12.M , 15-0-0 i 17-1-13 20-1-8 23-10-0 30-11.8 35-42 39-8 0 V_0 Q 1� 0 7-0 0 2 2 2 35-14 2-4-0 2-1-13 2-11_11 3 8 8 7-1-8 4-0-9 4-3-14 1�-0 2 1 3x8 �1 5x6 8x12 = 3.00 12 8 V oki 11-8-0 1d_ 5-9 4 20-1-8 8 2-8-8 1-1n_n 1 AA� 18 17 s4 6x12 MT20HS = 5x6 = 9 3b 16 15 3x4 = f 3x6 = 14 3x6 = 3x6 = Scale=1:73.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) ' I/defl Ud 1PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.27 23 >891 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.34 23 >725 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(CT) -0.03 17 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 227lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-8 be purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-9-6 cc bracing. Except: 5-22: 2x8 SP 240OF 2.OE, 19-21: 2x6 SP M 26, 8-17: 2x4 SP M 31 6-0-0 cc bracing: 17-19 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-17 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=0-4-0, 12=0-8-0 Max Harz 2=351(LC 7) Max Uplift 2=-709(LC 8), 17=-905(LC 8), 12=-431(LC 8) Max Grav 2=1171(LC 1), 17=2119(LC 2), 12=965(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3391/1822, 3-4=-3057/1795, 4-5=-3044/1865, 5-6=-3427/2073, 6-7=-1394/1009, 7-8=-290/543, 8-9=-238/458, 9-10=-716/373, 10-11=1419/542, 11-12=1526/559 BOT CHORD 2-24=-1494/3064, 23-24=-1469/3036, 22-23=912/1676, 5-21=-243/260, 20-21=-1087/1935,19-20=228/455,17-19=-1116/722,8-19=-270/228,14-16=-233/946, 12-14=-372/1319 WEBS 3-24=433/1145, 3-23=-346/31, 4-23=-219/286, 21-23=-668/1422, 6-21=-802/1678, 6-20=-1539/980, 7-20=-847/1623, 7-19=-1119/684, 9-17=-991/257, 10-16=-681/424, 10-14=-69/464, 9-16=-267/819 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof Iive'load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load noncohcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 709 lb uplift at joint 2, 905 lb uplift at joint 17 and 431 lb uplift at joint 12. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 156 lb up at 7-0-0, and 111 lb down and 197 lb up at 9-0-12, and 111 lb down and 197 lb up at 11-0-12 on top chord, and 353 lb down and 124 lb up at 7-1-8, and 92 lb down at 9-0-12, and 92 lb down at 11-0-12 on bottom chord. The design/selection of such connection ContAlM�dde4n)paglaEaesponsibility of others. ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This desigri is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly inrporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additioconal temporary and permanent bracing is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPlf Quality Criteria, DSB-99 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 X. No 22839 1 � An �.. pn PS ip' F . � V; 6904 We: Flnn PE A,lnc. to East 19�• r. MiTek' 6904 Parke East Blvd. Tampa, FL 36610- - March 12,20, Jul] I I cuss I Russ type U ry" Fly LU I l'L'L/b WAI tKJ I UN 2699529 A24 SPECIAL 1 1 T23174800 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:30 2021 Page 2 NOTES- I D:3xt?Yd6RbYnX016Sf6ghjjz4cnz-v9bUjZxB4RLN?g6ZWpaDRot6cyjwN Uu_FrN IJ6zc?Bt 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-9=-54, 9-13=-54, 24-25=-20, 22-24=-20, 19-21=20, 17-18=-20, 17-28=-20 Concentrated Loads (lb) Vert: 3=159(F) 24=-312(F) 23=-46(F) 4=-111(F) 31=-111(F) 33=-46(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK'REFERENCE PAGE M11-7473 rev. 5/16/2020 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610' - Truss Truss Type Qty P y LOT 122/5 WATERSTON E2M;' B01 SPECIAL 1 1 T23174801 Builders FirslSource, Plant City, FL. 33563 Job Reference o tional „ ,,,,, __ ____ -__ - . . cecu MI I ek Inaustrles, Inc. I-n Mar 12 09:26:17 2021 Pagel I D:193QG WBBPX3jR187zeOm7kz5?ad-WOM WwN?iTg P2yKy?au GuNkg FsaeXF WEgC6H7iOzbjRq 14-0 8.6-0 11-10-0 19-0-0 27.8-0 29-0-0 1-0-0 8-6-0 3 4-0 7-8-0 8-2-0 46 = 1.5x8 STP = 7x10 = 394 3xs 11 7-10-0 LOADING. (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP M 31 'Except* 3-9: 2x4 SP No.1 WEBS 2x4 SP No.3 Scale = 1:55.5 o to -NI CSI. DEFL. in (loc) Well L/d PLATES GRIP TIC 0.61 Vert(LL) 0.39 10-13 >246 240 MT20 244/190 BC 0.41 Vert(CT) 0.33 10-13 >287 180 WB 0.83 Horz(CT) -0.01 9 n/a Na Matrix-MSH Weight: 145 lb FT = 20% BRACING - TOP CHORD Sheathed or 5-5-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (lb/size) 2=324/0-4-0, 9=1085/0-8-0, 6=783/0-8-0 Max Horz 2=317(LC 9) Max Uplift 2=-403(LC 10), 9=-616(LC 10), 6=-460(LC 10) Max Grav 2=352(LC 19). 9=1085(LC 1), 6=827(LC 16) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=86/380, 4-18=-871/754, 5-18=-960/739, 5-19=-1055/729,-6-19=-1098/709 BOT CHORD 2-20=-250/150, 9-10=-1009/1095, 3-10=-409/483, 6-8=-441/908 WEBS 4-10=-696/241, 4-8=-449/839, 5-8=-529/526, 8-10=-58/286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. Ii; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Extedor(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint2, 616 lb uplift atjoint 9 and 460 lb uplift at joint 6. LOAD CASE(S) Standard ER . P. ot IV J. "• No 22839 10 � • �: WalterP•Flnn 4 No.22839: ,MiTek USq Inc. FL Cert 6634 ON Parkti East BN Jimi pa FL 33610 'Date: March 12.20: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. OF Design valid for use only with MiTek® connectors. This design is based only upon parameters 'shown, and fs for an individual building compon, entnotrusst a ss system. Before use, the building designer must verify the applicability ofdesign parameters and property incorporate this design into the overall buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members onlyAdditionaltempo rary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. Forge neral guidance regarding the WOW fabrication, storage, delivery, erection and bracing of trusses and W ss systems, see ANS11TPl1 Quality Criteria, DSB•89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904' Parke East Blvd. Tampa, FL 36610 -- Job Truss Truss Type Qty Ply LOT 122/5 WATERSTON 2699529 � - i 601A SPECIAL 2 1 T23174802 Builders FirslSource, Plant City, FL. 33563 Job Reference o (Optional) mu es, mc. .n mar iz utl2/:U6 zuzi Paget ID:193QG WBBpX3jR187zeOm7kz5?ad-aRg2C7b Rwja5KsBPygeNs3CZjKGG EgRI TEeDx3zbjR3 14-0 8-0-0 11-10-0 19-6-0 27-8-0 i29-0 14-0 8-6-0 3 4 0 7-8-0 8-2-0 942-0 4x6 1v 6x8 = 3x4 1.5x8 STP = 6x12 MT20HS = Scale=1:56.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 TCDL 7.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.22 11-19 >438 240 MT20 244/190 BCLL 0.0 Lumber DOL Rep Stress Incr 1.25 YES BC 0.77 WB 0.89 Vert(CT), Horz(CT) -0.40 8-9 >587 1t30 9 MT20HS 187/143 BCDL 10.0 Code FBC2020/TPl2014 Matrix-MSH -0.05 n/a n/a Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-10-2 oc purlins. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-10,6-8: 2x4 SP No.1 8-5-3 oc bracing: 6-8. WEBS 2x4 SP No.3 6-0-0 oc bracing: 9-11 WEDGE Left: 2x6 SP No.2 WEBS 1 Row at micipt 4-9 REACTIONS. (lb/size) 9=950/0-8-0, 6=808/0-8-0, 2=440/0-4-0 Max Horz 2=314(LC 9) Max Uplift 9=-414(LC 10), 6=-497(LC 10), 2=-565(LC 10) Max Grav 9=1045(LC 15), 6=1050(LC 16), 2=497(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-391/371, 3-20=320/391, 3-4=-313/517, 4-21=1266/856, 5-21=-1356/841, 5-22=-1433/812,6-22=-1474l791 BOT CHORD 9-11=-4011700, 3-11=-365/394, 9-24=-11/369, 24-25=-11/369, 8-25=-11/369, 6-B=-515/1247 WEBS 4-9=-557/154, 4-8=-478/1148, 5-8=-537/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Intedor(1) 15-9-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf: 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 414 lb uplift at joint 9, 497lb uplift atjoint 6 and 565 lb uplift at joint 2. LOAD CASE(S) Standard E N •V �• .• .I.0. NO :22839 QAR�j `FN P �� ON A.\ - NSA. E����� Wakerk Finn PE No.2WEI. .MITekdK Inc. FL Leif 6fi34 69.04 Parke East Blvd liffl fL, 33610 Date: March 12.20, ® WARNING - Verify design parameters and READ NOTES.ONTHIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/402o BEFORE USE �� Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component; not e a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M i1ek� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI17p/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 - J00 - IIruss IIrusS type Uly I Hly I LU 11ZZl0 VVAI tKb' I UN 2699529' • 601E SPECIAL 1 1 T23174803 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:33 2021 Page 1 I D:193QG WBBpX3jR187zeOm7kz5?ad-JkHcLb_3NMjys8r7By7w3QVbx9kEalVQypcywRzc?Bq -1-4-0 8-6.0 11-10.0 19-6-0 27-8-0 29-0-0 1 -4-0 8$-0 3.4-0 7-&0 .0 8-21- a M 0 46 = V 6x8 = 5x8 = 3x6 = 8-2-0 7-10-0 all 17.6-5 27-8.0 7-10-0 mo 9-4-5 10-1-11 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.25 8-9 >933 240 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.61 11-14 >198 120 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 3-9: 2x6 SP No.2 WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 9=0-4-0, 6=0-8-0 Max Horz 9=314(LC 9) Max Uplift 9=-834(LC 10), 6=-334(LC 10) Max Grav 9=1811(LC 15). 6=824(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=641/949, 3-4=-182/546;:4-5=-854/408, 5-6=972/364 BOT CHORD 2-11=-802/768, 9-11=-8311582, 3-11=-633/575, 8-9=200/414, 6-8=115/801 WEBS 4-9=-1093/688, 4-8=-518/1150, 5-8=-546/528 Scale = 1:56.4 n Iv 0 O N PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 139 lb FT = 20% Structural wood sheathing directly applied or 4-10-0 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 2-2-0 oc bracing: 9-11 1 Row at midpt 4-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(l) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 834 lb uplift atjoint 9 and 334 lb uplift at joint 6. ER 'P I 22839 OF 0': O N A. WalterP Finn FENo.22639 ,MITek USA, Ine. FL l2e t-KU 6904 Parke East Blvd::Tarrjpa Date: FL .33610 March 12,20, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component; not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - M!Tek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/f Quality Criteria, DSB-89 and BCS/ Building Component Blvd. a East Safety Information available from Truss. Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Park - . - - Tampa, Parke 36610 ast IrUss - Iruss type ' B11 (GABLE U1y I my I LU 11221b VVAl tKJ I UN 1 I 1 T23174804 2699529` Builders City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:34 2021 Page 1 11 ID:193QGWBBpX3jR187zeOm7kz5?ad-nxq_Yx i8grpUIQKlfe9ceimFZ4RJHCaATLWStzc?Bp 1-4-0 8-6-0 10 -0 11-10-013-4-0 19Fi-0 27-8-0 9-0-0 1-4-0 8-6-0 - 1-10-0 1-6-0 1-6-0 6-2-0 8-2-0 14-0 6.00 12 3x4 = 3x8 i 5x8 8 9 10 25 C4 23 22 21 20 19 18 1.5x8 STP 2x4 II 2x4 II 2x4 II 2x4 II 5x8 = 6z8 = 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (lob) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.24 18-19 >988 240 TCDL 7.0 Lumber DO 1.25 BC 0.92 Vert(CT) -0.43 17-44 >552 180 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.09 15 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 7-24: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (size) 2=0-3-8, 24=0-8-0, 15=0-8-0 JOINTS Max Horz 2=315(LC 9) Max Uplift 2=-639(LC 10), 24=-390(LC 10), 15=-584(LC 10) Max Grav 2=599(LC 1), 24=790(LC 1), 15=986(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=951/1052, 3-5=-575/436, 5-6=-564/448, 6-7=-533/456, 7-8=-321/566, 10-11=-1211/961,11-12=-1182/900,12-13=-1218/857,13-15=-1336/856 BOT CHORD 2-26=-742/907, 24-26=-281/487, 26-29=-193/282, 7-29=-167/258, 23-24=-108/462, 22-23=-108/462, 21-22=-108/461, 20-21=-108/461, 19-20=-108/462, 18-19=-108/462, 17-18=-108/462, 15-17=-516/1134 WEBS 17-34=-454/398, 13-34=458/327, 22-35=-235/500, 8-35=-217/488, 20-36=-341/164, 10-36=-353/183, 8-10=-609/640, 24-28=-827/248, 8-28=896/288, 10-32=-553/1082, 32-33=-499/917, 17-33=-476/919, 3-31=-606/695, 30-31=-608/699, 29-30=608/699 Scale = 1:65.6 15 n 6I0 R N 3x4 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 217 lb FT = 20% Structural wood sheathing directly applied or 3-10-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-10-4 oc bracing: 2-26 7-10-1 oc bracing: 15-17. 6-0-0 oc bracing: 24-26 1 Row at midpt 8-24 1 Brace at Jt(s): 27, 30. 33, 35, 36 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -2-0-0 to 1-10-10, Interior(1) 1-10-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-10-0, Interior(1) 15-10-0 to 25-8-6, Exterior(2E) 25-8-6 to 29-8-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are MT20 plates unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 639 lb uplift at joint 2, 390 lb uplift at joint 24 and 584 lb uplift at joint 15. Continued on page 2 I -ER ,P00 ,F •• i No 2.2839 �`.. . O F 4U' Vllager P Flon PE No. 9: ,MiTek USA, Inc. FL-Ceft6634 6904 Parke EastBlvd::Tampa FL.33610 We: March 12.20, ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component; not �� a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 6904 Parke East Blvd. Tampa, Parke 3 East D 20601 - - JOD I NSS I cuss I ypa U1y Fly LU 1 1 Z2/0 WAI tKti I UN 2699529: 811 GABLE 1 1 T23174804 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:34 2021 Page 2 NOTES- ID:193QGWBBpX3jR187zeOm7kz5?ad-nxq_Yx i8grpUIQKIfe9ce1mFZ4RJHCaATLWStzc?Bp 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 Ib down and 17 Ib up at 1-0-0, 10 Ib down and 15 Ib up at 3-0-0, and 10 Ib down and 15 Ib up at 5-0-0, and 10 Ib down and 15 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s): is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-54, 9-16=-54, 26-37=-20, 24-25=-20, 24-40=-20 Concentrated Loads (lb) Vert: 39=-10(F) 47=-g(F) 48=-9(F) 49=-9(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/16/2020 BEFORE USE. �� Design valid for use only with M7ek® connectors. This 'design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek• fabrication, storage, delivery, erection and bracing of trusses and W ss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 I cuss type SPECIAL Uty I Fly I LU 11'L%J0 WAI tKJ I UN T23174805 JOD Iruss 2699529 ` C1v Builders FirstSource (Plant City, FL), FL - 33567, 8.430 s Feb'12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:35 202 -Page' I D:193QG WBBpX3jR187zeOm7kz5?ad-F70 MmG?Kv_zg5S_WJN908ra5DzeM2t6jP753_Jzc?Bo 1 4-0 0-11-4 1-4-0 0-11-4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1). 2=-181(LC 10), 4=-14(LC 1) Max Grav 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) Scale = 1:7.6 CSI. DEFL. in (loci I/deft Ud PLATES GRIP TC 0.23 Vert(LL) 0.00 7 >999 240 MT20 244/190 BC 0.04 Vert(CT) 0.00 7 >999 180 WB 0.00 Horz(CT) 0.00 2 n/a n/a Matrix -MP Weight: 5Ib FT=20% BRACING - TOP CHORD Structural woad sheathing directly applied or 0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift atjoint 3, 181 Ib uplift at joint 2 and 14 lb uplift at joint 4. i .40 No 22839 Ir ..' O F 40 " 9::5 :Welter P• Flnn FE No.22839: ,MiTek USA, Iqc. FL Cerf6fi34 . 69.04 Parke East.BNti;Tampa FL 33610 Date: March 12.20, A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEk REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for Use orily with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/1 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf,. MD 20601 6904 Parke East Blvd. Tampa, Parke East - I cuss type SPECIAL Ury I my I LU I IZZ/O WAI LKA' I UN T23174806 JOD I cuss 2699529` i C3V , 1 Builders FirstSource (Plant City, FL ' I I I Job Reference (optional) Plant City, FL 33567, 8.430 s Feb 12 2021 MITek Industries, Inc. Thu Mar 11 12:14:36 2021 Page 1 I D:193QG WBBpX3jRl87zeOm7kz5?ad-jJyizcOygH5XjcZis4hdh37GzMzPnKMtemgcWlzc?Bn -1-4-0 2-11-4 1 4-0 2-11-4 Scale = 1:12.7 ridie Uubecs tn,71— tZ:U-U-IO togeJ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES I GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.23 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC -0.12 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 12lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-57(LC 10), 2=-149(LC 10) Max Grav 3=74(LC 15), 2=196(LC 15), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 149 lb uplift at joint 2. ,,��11111t11� .iJ* NO ,22839 '.. =.�.; March 12.20, ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/16/2020 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M iTek' . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYMI Quality Criteda, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - 6904 Parke' East Blvd. Tampa, FL 36610 - I russ Iype SPECIAL Uty I Hly I LU 11LL/O WAI LKZS I UN T23174807 JOD I russ 26995291 i C5V Builders FirstSource (Plant City, FL), ' I I I Job Reference (optional) Plant City, FL 33567, 8.430 s Feb 12 2021 MITek Industries, Inc. Thu Mar 11 12:14:37 2021 Page I D:193QGWBBpX3jR187zeOm7kz5?ad-BW W7By1 aRbDO LIBvQoCsDGfMXm EcWnbOsQaA3Czc?Bm -1-4-0 4 11 4 1-4-0 4-11-4 Jx4 n 0 d Scale=1:17.6 LOADING (psf) SPACING- 2-0-0' CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(ILL) 0.06 4-7 >925 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.07 4-7 >875 180 BCLL 0:0 Rep Stress Incr YES WB , 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Harz 2=185(LC 10) Max Uplift 3=-112(LC 10). 2=-161(LC 10) Max Grav 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 161 lb uplift at joint 2. E N No :22839 OF 0 Al 0 N'A` Wilter k? hn k No:22839 ,MiTekUSA, Inc.It- 6ht6 690411parke East 6Nd.;Tai6P_a L 33610 Date: March 12.20,' ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7rP/f Quality Criteria, DSB.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway,Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 - JoD I t fuss I t cuss t ype Ury I Hly I LU I 1'L'Ll5 WAI tKS I UN 26995291 `;' 1 D01 Common 2 T23174808 Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:40 2021 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-c5CFp_3SjWcyCDtU5wlZrvHtD_7lj5sSZOoggXzc?Bj 1 4-0 5 8-0 10-0-0 144-0 20-0-0 214-0 14-0 5-8-0 4-4-0 44-0 5-8-0 14-0 a Scale=1:36.5 4x6 = Jxo = 5x8 = 3x6 = Io LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0:0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.47 BC 0.92 WB 0.22 Matrix-MSH DEFL. in Vert(LL) -0.16 Vert(CT) -0.35 Horz(CT) 0.03 (loc) I/dell I Ud 8-11 >999 240 8-11 >695 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 90lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, BOT CHORD 2x4 SP No.2 WEBS BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Harz 2=-232(LC 8) Max Uplift 2=-450(LC 10), 6=-450(LC 10) Max Grav 2=812(LC 1), 6=812(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP -CHORD 2-3=1212/968, 34=-9281756, 4-5=-928l756, 5-6=-1212/968 BOT_CHORD 2-8=672/1121, 6-8=-671/1057 WEBS 4-8=372/587, 5-8=-409/438, 3-8=408/439 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 6-0-7, Exterior(2R) 6-0-7 to 13-11-10, Interior(1) 13-11-10 to 174-6, Extericr(2E) 174-6 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 2 and 450 lb uplift at joint 6. ER P, �.` ••BENS. •�ti �i. •% i. No 22839 pF I1/ 01, it Walter P.Rnn PENo22639. ,MiTek USAJnc. FL,Ce i6634 6904 Parke East-Blvd::Tainpa FL. 33610 Date: March 12.20, A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 - JOD Fly I LU 1 1'L'L/5 WA I tKJ I UN 2699529' Builders FirstSource (PlanbCity, FL), Plant City, FL - 33567, 8.— s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:41 2021 Page 1 I D:3xt?Yd6 RbYnX016Sf6 ghjjz4cnz-4 HmeOK45U gkpp NSgfd Go 06q 61 NcnSZScn 2YN Czzc?B i -1-4-0 4-4-12 8-0-0 12-0-0 15-7-5 20-0-0 214-0 14-0 4-4-12 3-7-4 4-0-0 3-7-5 4-4-11 1-4-0 I cuss Iruss type IUry D03 Hip Girder 1 5x8 = 4 4x6 = 5 1 3x4 = 1x4 II 5x6 = 3x8 = 2x4 11 3x4 = T23174809 Scale=1:37.8 Ig °? v 4-0-12 8-0 0 i 12 0-0 15-7-5 20-0-0 4-4-12 3-7-4 4-0-0 3-7-5 4-4-11 Plate Offsets (X Y)— r4:0-6-0 0-2-81 r11:0-3-0 0-3-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.23 DEFL. in (loc) I/deft L/d Vert(LL) 0.05 11 >999 PLATES GRIP TCDL 7.0 Lumber DO 1.25 BC 0.36 240 Vert(CT) -0.08 10-11 >999 180 MT20 244/190 BCLL 0.0 Rep Stress lncr NO WB 0.14 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 104 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-11-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-5 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-192(LC 6) Max Uplift 2=-450(LC 8), 7=-450(LC 8) Max Grav 2=812(LC 1), 7=812(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1326/605, 3-4=-1031/530, 4-5=-881/511, 5-6=-1024/526, 6-7=1325/604 BOT CHORD, 2-12=-415/1200, 11-12=-415/1200, 10-1 1=-242/882,9-10=-414/1147, 7-9=-414/1147 WEBS 3-11=-375/203, 4-11=72/272, 5-10=-69/272, 6-10=-380/204 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 bottom live psf chord load noncon current with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom in ���-�jP��.• •.;• •.• F%/ �j00 '•� �j chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom ��� v' • lJ E /� S •• �/ chord and any other members. �•!•• �00 . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb upl'ift atjoint 2 and 450 lb uplift at �� '. . joint 7. No, 22839 r • y _r • i S �....•,••. ��. R%1.-- 0NA- Wal;erp Finn PE,No.22839' • ,MmkUS& Inc. FL•Cert6634 89.04 Parke East Blvd:,Tainpa FL 33610 Date: March 12,20, ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TF11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, Parke East Blvd. , MD 20601 - - Tampa, Parke 36610 - -- I russ type SPECIAL Ury my LV11'LL/b WAItKJIVN 14 1 T23174810 Ju° I russ 2699529 ` ' E1 Builders FirstSource (Plant City, FL) - JOOf 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:42 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-YTJOEg5j F7sgRX1 sDLnl wKMHSn 1 uB2rlOi HxkPzc?Bh -1-4-0 1-0-0 1-4-0 1-0-0 3 LOADING (psf) SPACING- 2-0 CSI. DEFL. in (loc) I/detl Lid TCLL 20.0 Plate Grip DOL 50 1.25 TC 0,23 Vert(LL) 0.00 7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a rUa BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 REACTIONS. (size) 2=0-8-0, 4=Mechanical Max Horz 2=88(LC 10) Max Uplift 2=-190(LC 10), 4=-11(LC 1) Max Grav 2=158(LC 15), 4=47(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.8 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 2 and 11 lb uplift at joint 4. ,,�{IU 11 ilII�I O%,,P�-DER' P� No 2283.9 ' : O F J- Off: : <v �o �.S Vie N � - %` Walter P Rnfi PE No.22839 ,MTek USA, Inc. FL Celt 6ti34 '6904 Parke East $1Vd:,Tampa K 33610 Date: March 12.20, ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. WIF Design valid for use ontrussly with MTek® connectors. This design is based only upon parameters shown,and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/f Quality Criteria, DSB-99 and BCSI Building Component e East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Park - - Tampa, Parke East - - Iruss type SPECIAL illy I Fly I LU I l22Ib WA I tKJ I UN 17 T23174811 Job I fuss 269t95291 E7V Builders FirstSource (Plant City, FL, I rlaie Urrsels (&Y)— (2:U-U-14,0-U-7 I I Job Reference (optional) Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:43 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-OftOR?5LOR_X3gc2n2JGTXvGEBA7wV5vFM1 UGrzc?Bg 1-0-0 7_0.0 1-4-0 7.0-0 3x6 0 4 Scale=1:22.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20201TO12014 CSI. , TC 1.00 BC 0.88 WB 0.00 Matrix -MP DEFL. in (loc) I/defl Ud Vert(LL) 0.23 4-7 >354 240 Vert(CT) -0.23 4-7 >356 180 Horz(CT) -0.03 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Grav 3=200(LC 15). 2=341(LC 15), 4=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- _ 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat: . II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. It1�,� opacity 6) Bearing tjbearng considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ,,��►11 p 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 3 and 179 lb uplift at joint 2. ,,,`� ��ER i1,, V P'E N g'•��i �4% • F .• .0, No -22839 ":.. 0 JF00 YValterP Finn PE No.22839.' ' ,MiTek USA, ]nc. kxert 6634 690A Pa*i East @hrd:;UITIO F.L,33610 Date: March 12,20, ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 5/19/2020 BEFORE rev. USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI17"P/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. - -Tampa, FL 36610 JOD I fussIfuss type H1 SPECIAL ury I Fly I LU I 'ILL/O"V11A1 CHA' 1 UN 3 1 1 T23174812 26995291/ V B' udders Flrs-ource (ham �ny, rL/, Franc Uny. rL - Jnbb/, 8.430 s Feb 12 2021 MiTekindustries, Inc. Thu Mar 11 12:14:43 2021 Page 1 3 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-OftOR?5LOR_X3gc2n2JGTXvRVB N2wV5vFM 1 UGrzc?Bg -1-10-10 2 8-1 1-0-4 0-10-3 1-10-10 1-4-4" 1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.00 7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 4=Mechanical, 3=Mechanical Max Horz 2=80(LC 8) Max Uplift 2=-292(LC 8), 4=-26(LC 13), 3=-8(LC 5) Max Grav 2=223(LC 1), 4=35(LC 8), 3=19(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.6 PLATES GRIP MT20 244/190 Weight: 7 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 Ib uplift at joint 2, 26 Ib uplift atjoint 4 and 8 Ib uplift at joint 3. �.G "E IV�A ♦ •• �i F00 •. ♦ i. o N:o ;22839 March 12.20, ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1612020 BEFORE USE. Design valid for use onlywith Mi rek® connectors. This design is based only upon parameters shown, 'and is for an individual building component, not• a truss system. Before use, the building designer must verifythe applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - - Tampa, FL 36610 - - ,100 I russ 1 russ 1 ype Oty Illy LU I lZWO WA I tKJ I UN T23174813 2699529`1 4 H7V SPECIAL 3 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 Mi fek Industries, Inc. Thu Mar 11 12:14:44 2021 Page 1 I D:193QG WBBpX3jR187zeOm7kz5?ad-UsRmfL6znl6OggAFKmgV01SXCbaBft?2TOm l plzc?Bf -1-10-10 5-4-1 9-10-1 1-10-10 5-4-1 4-6-0 Scale=1:22.1 I 3x4 Plate Offsets (X,Y)— f2:0-1-3 Edge) .5-4-1 4 LOADING (psf) SPACING- I 2-0-0 CSI. DEFL, in {loO Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP N0.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-170(LC 8), 2=-248(LC 8), 5=-163(LC 5) Max Grav 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=996/624 BOT CHORD 2-7=-689/933, 6-7=699/932 WEBS 3-7=0/293, 3-6=-918/685 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 244/190 Weight: 41 lb FT = 20% Structural wood sheathing directly applied or 5-8-1 oc purlins. Rigid ceiling directly applied or 6-10-7 oc bracing. NOTES- 1) Wind: ASCE 7-16; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 4, 248 Ito uplift at joint 2 and 163 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 Ito up at 1-5-12, 67lb down and 52lb up at 1-5-12, 80 Ib up at 4-3-11, 80 lb up at 4-3-11, and 50 lb down and 174 lb up at 7-1-10, and 50 lb down and 174 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11, 11 lb down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pI0 Vert: 1-4=-54, 5-8=-20 Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 �` ••• ,i No 29839 r 9:�02F •4U 1. Off: o Walter P• Finn PE No.22839: Mff6k USA, Inc. FL Cerf66-34 6904 Parke East BlydTampa FI 33610 Wte> March 12,20, MiTek` 6904 Parke East Blvd. Tampa, -FL 36610 JDD 1 Nss I Nss 1 ype wry Fly LV 1722/b VVA I EKJ I VN 2619524.�99 ''W H7V SPECIAL 3 1 T23174813 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:44 2021 Page 2 ID:193QGWBBPX3jR187zeOm7kz57ad-UsRmfL6znl6OggAFKmgV01SXCbaBft72TOm 1 plzc7Bf LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=49(F=24, B=24) 12=36(F=18, B=18) 13=99(F=-50, B=-50) 14=23(F=11, B=11) 15=-11(F=-5, B=5) 16=51(F=-25, B=-25) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/16=20 BEFORE USE. � Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building bomponent, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, ParkeFL 36610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1T1fi 1 I For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. r C-. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved - MiT e K� MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSf//TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.